CN112818453A - Flexible protection 4D energy control design method for rockfall disasters of high and steep side slopes - Google Patents
Flexible protection 4D energy control design method for rockfall disasters of high and steep side slopes Download PDFInfo
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Abstract
The invention discloses a high and steep slope rockfall disaster flexible protection 4D energy control design method, which comprises the following steps: the method comprises the steps of establishing a normal bounce pressing, cross slope direction constraint guiding, longitudinal slope direction friction resistance strengthening and distributed energy consumption control method on a falling rock caving time course on a slope path, developing a flexible protection network system based on 4D energy dissipation based on an interception kinetic energy prediction method of a collision theory and a 4D flexible protection system design method based on energy distribution, realizing the comprehensive prevention and control of the full time course of front segment interception, middle segment guide energy consumption and tail segment constraint interception of the falling rock frontal kinetic energy, and breaking through the limitation that the current falling rock caving protection measures can only be limited to specific point location passive two-dimensional protection.
Description
Technical Field
The application relates to the field of side slope geological disaster protection, in particular to a flexible protection 4D energy control design method for high and steep side slope rockfall disasters, which is suitable for the protection of collapse rockfall in the fields of traffic, national soil, urban construction, military and the like.
Background
China is a mountainous country, and traffic lines, mining plants, water conservancy facilities and the like are often built beside high and steep slopes, the high and steep slopes are serious disaster areas of collapsed falling rocks, and the falling rocks are high in falling position, steep in slope surface and larger in impact force, so that the falling rocks are more destructive. The construction of efficient and safe rockfall disaster protection engineering is urgent.
The flexible protection technology is widely applied to the field of collapse rockfall disaster protection due to the advantages of good protection effect, low construction difficulty, low maintenance cost and the like. In principle, flexible protection is mainly divided into two categories, active protection and passive protection. The active protection technology mainly utilizes a high-strength steel wire rope net to coat the rock surface of a slope body, inhibits the sliding development of dangerous rock falling rocks under the action of the hooping of the rope net, but is influenced by factors such as actual construction conditions and loosening of wire net materials, the hooping effect of the active protection is very limited, and the rocks are easy to slip and are suspended and accumulated in the net to cause secondary disasters. The passive protection technology mainly utilizes a protection network system arranged on a rockfall prediction track to carry out 'centralized interception and energy dissipation' so as to realize rockfall protection. Because the protection system is intensively arranged at a certain specific position on the rockfall path, high requirements are put forward on the impact toughness and the energy dissipation capacity of the protection system. In addition, due to the restriction of the bounce height of the falling rocks, the system is usually required to be arranged at a specific slope position with the lowest bounce height, and once the falling rocks are accumulated after being intercepted, the secondary disaster risk similar to that of the active network system can be caused. Therefore, the research on a new flexible protection principle and technology is particularly necessary for the collapse and falling rocks on the high and steep slope, the comprehensive prevention and control technology integrating three-dimensional space and time history is established, the limitation that the traditional flexible protection technology is only limited to local point two-dimensional protection is broken through, the energy matching design only in a specific impact period is realized, the energy evolution evaluation of the time history and the comprehensive prevention and control on the full-space scale are realized, and the comprehensive technical problems of the collapse and impact protection of the ultra-high energy falling rocks, the secondary accumulation of the falling rocks, the control of the falling rocks space trajectory, the control of the kinetic energy evolution history and the like can be solved.
Disclosure of Invention
Aiming at the problems, the application aims to provide a flexible protection 4D energy control design method for high and steep side slope rockfall disasters, and the method is based on a 4D energy dissipation principle, establishes a distributed energy dissipation control method for normal bounce suppression, cross slope direction constraint guidance, longitudinal slope direction friction reinforcement and rockfall caving time history of rockfall on a side slope path, and realizes comprehensive prevention and control of the whole process of front kinetic energy blocking, middle section guidance energy dissipation and tail section constraint capture of rockfall fronts.
In order to achieve the purpose, the following technical scheme is adopted in the application:
a flexible protection 4D energy control design method for rockfall disasters on high and steep slopes comprises the following steps:
step (1): dividing the movement process of the falling rocks into a blocking section, a guiding section and an intercepting section, wherein each section is respectively provided with a blocking subsystem, a guiding subsystem and an intercepting subsystem;
step (2): the energy dissipation proportion is determined, and according to the rockfall kinetic energy evolution process, the total energy dissipation control equation is as follows:
in the formula,E totalthe initial total energy of the falling rocks, namely the energy required to be consumed in the protection process, can be taken as the initial potential energy of the falling rocks, and the zero potential energy surface is the plane where the interception subsystem is located;E d 0energy dissipation is generated by collision and contact between the falling rockfall stage and the slope,E d Ⅰenergy dissipation for the arresting subsystem;E d Ⅱenergy dissipation for the guidance subsystem;E d Ⅲenergy dissipation for the stopping subsystem;μ i for each stage of energy dissipation proportionality coefficient, the specific value of the coefficient needs to comprehensively consider factors such as geological survey, track prediction analysis and protection requirements;
and (3): selecting and arranging each subsystem
Selecting a structural composition configuration mode of each subsystem according to the energy dissipation proportional relation of each subsystem in the step (2), wherein the structural composition configuration mode comprises the section type and size of a steel column, the section size and number of steel wire ropes, the number and connection mode of energy dissipaters and the type and specification of meshes;
and (4): establishing a calculation model and carrying out impact loading
Establishing a calculation model of the protection system according to the system configuration selected in the step (3); before loading the model, shape finding is carried out to simulate the initial sag of the model;
and (5): analysis and component checking calculation of dynamic response of protection system
Analyzing the time course change of the internal force, deformation and displacement of each component in the protection system based on the impact loading calculation result in the step (4), and determining the peak value of the time course change; when the peak value of the internal force of the assembly is overlarge, the structural arrangement of the system is adjusted; ensuring maximum deformation of the interception sub-systemD maxNot exceeding the deformation limit value required by the protection limitD](ii) a Checking the strength and stability of the steel column;
and (6): energy dissipation assessment of a system
Counting the energy dissipation situation of each stage on the time history, and calculating the energy dissipation proportionality coefficient of each stageμ i The performance scale factor of each stage of the initial step (2)μ i Performing contrast check to ensureμ ⅠAndμ Ⅲthe error is not more than 20%;
and (7): and (5) carrying out construction design of the 4D protective net system.
Further, the energy dissipation proportionality coefficient of each stage in the step (1)μ i Comprises the following steps:
according to the statistics of the test results and the design experience,μ 0the value is 0.05-0.15, the value depends on the installation position of the blocking subsystem, and the blocking subsystem is usually installed at the position with the minimum falling rock bounce height;μ Ⅰthe value is 0.05-0.15, and the value depends on the impact energy, the system installation mode and the configuration of the arresting subsystem;μ Ⅱthe value is 0.6-0.8, and the value depends on the length and the angle of the slope and the configuration of the guidance subsystem;μ Ⅲthe value is 0.1-0.2, and the value depends on the shock resistance of the interception subsystem and the energy dissipation capacity of the interception subsystem and the guidance subsystem.
Furthermore, the blocking subsystem is used for realizing kinetic energy front-end blocking of a falling rock front surface, and capturing falling rocks into an energy consumption space formed by the system and the slope surface together; the guiding subsystem forms a covered effect through the self weight of the structure and is used for suppressing the normal bounce of falling rocks and enhancing the friction resistance effect of the longitudinal slope; the guiding subsystem and the slope surface concave part form a channel effect together, and the channel effect is used for limiting a falling rock gliding path and enabling the falling rock gliding path to glide along the channel.
Further, each subsystem in the step (3) should be structurally configured according to a corresponding energy control equation, wherein,b i determining energy consumption reserves of energy consumption devices of corresponding subsystems, thereby providing design basis for the configuration quantity and specification of the energy consumption devices;c i determining slippage energy consumption in the subsystem, and providing basis for determining slippage of the steel wire rope and the net ring and designing slippage nodes;d i determining the types of steel wire ropes, steel columns and meshes in the subsystem;p i the system mass damping indirectly influences the system mass damping, and the coefficient is a design basis for selecting the specifications of the net sheets and the steel wire ropes. The method comprises the following specific steps:
the energy dissipation expression of the arresting subsystem to falling rocks is as follows:
wherein I = I, II, III，b IFor the energy dissipation coefficient of the energy dissipation device in the arresting stage, according to the existing research, the value can be 0.6;C Idamping energy dissipation coefficients of the protection system in the blocking stage comprise energy dissipation generated by friction slippage among system units and friction movement between falling rocks and the system, and the value range is 0.2-0.3;d Ifor the plastic deformation energy dissipation coefficient of arresting stage system, mainly contain the plastic damage power consumption of bearing structure, silk screen and rope, the system is when normally working, takes value 0.1~ 0.2.
Further, the energy dissipation expression of the guidance subsystem on falling rocks is as follows:
wherein,b IIdescribing the energy consumption of the energy dissipater connected with the transverse stiffening rope for guiding the energy consumption coefficient of the energy dissipater in the stage, wherein the value is 0.1-0.2;c IIfor the damping energy dissipation coefficient of the leading section, the values of the internal friction of the silk screen and the friction action of the silk screen and falling rocks are mainly described to be 0.2-0.3;d IItaking the value of the plastic energy consumption coefficient of the system structure in the guidance stage to be 0.05-0.1;p IIin order to guide the stage large energy consumption coefficient, the friction and impact energy consumption of the falling rocks and the slope surface is mainly reflected, and the value is 0.5-0.6.
Further, the energy dissipation expression of the interception subsystem (3) on the falling rocks is as follows:
wherein,b IIIdescribing energy consumption of an energy dissipater connected with a lower supporting rope for capturing the energy consumption coefficient of the energy dissipater in the stage, wherein the value is 0.2-0.3;c IIIfor the damping energy dissipation coefficient of the leading section, the values of the internal friction of the silk screen and the friction action of the silk screen and falling rocks are mainly described to be 0.1-0.2;d IIIto guideThe plastic energy consumption coefficient of the system structure in the lead stage is 0.2-0.3;p IIIin order to guide the stage large energy consumption coefficient, the friction and impact energy consumption of the falling rocks and the slope surface is mainly reflected, and the value is 0.2-0.5.
Furthermore, a prediction model is provided for predicting the stopping kinetic energy when the falling rocks enter the stopping subsystem (3):
defining the kinetic energy ratio of rock fall to mountain before and after collision to define the collision energy recovery coefficientγComprises the following steps:
in the formulaE kinIs the kinetic energy before the falling rocks collide,E k outis the kinetic energy after collision; neglecting the mass loss after a rockfall collision, the collision energy recovery coefficient for each collision can be expressed as:
in the formulav inIs the speed of the falling rocks before the falling rocks collide,v outis the post-impact velocity; the falling rocks are going throughmAnd entering an interception subsystem after secondary collision, wherein the interception kinetic energy is as follows:
assuming that the slope surface is a homogeneous slope surface, the recovery coefficient of the lower collision energy isγ i Is a constant numberγStatistics according to literatureγThe value range is approximately 0.3-0.6, and the specific value is related to the slope angle, the rock type, the slope vegetation coverage condition, the rockfall impact angle and the like; assuming equal fall height per bounce, i.e.E total=mΔE(ii) a Falling rocks occurmStopping kinetic energy before stopping during falling process of secondary collisionE interThe calculation formula can be simplified as:
collision energy recovery coefficientγCan be obtained by data or rockfall test, and by controlling the number of collisionsmThe falling rock stopping kinetic energy can be predictedE interTo determine the energy dissipation proportionality coefficient of each stageμ i Providing a basis.
Furthermore, the arresting subsystem comprises a steel column, the bottom end of the steel column is hinged to the support, an upper pull anchor rope and a side pull anchor rope are connected with the top end of the steel column through shackles and are anchored on a slope, an upper support rope penetrates through the top end of the steel column, a secondary support rope is the lower boundary of the arresting subsystem, and the upper support rope and the secondary support rope are both anchored on two sides of the 4D flexible protection system; the net sheets are hung on the upper supporting ropes and the secondary supporting ropes;
the energy dissipaters are arranged on the upper pull anchor rope, the side pull anchor rope, the upper support rope and the lower support rope;
further, the guide subsystem comprises a guide rope and a mesh which are longitudinally arranged and used for suppressing the bounce of falling rocks and guiding the falling rocks to roll down tracks;
the interception subsystem comprises a lower support rope and a net piece and is used for capturing falling rocks with lower interception kinetic energy at a reasonable position;
the net sheets comprise annular net sheets, rhombic net sheets and omega-shaped net sheets, and the connection form of the net sheets, the upper supporting ropes and the guiding ropes comprises that steel wire ropes pass through the net sheets in a winding manner and are connected by shackle connection or sewing ropes.
The transverse stiffening ropes penetrate through the net piece, and the setting density of the stiffening ropes is determined according to the protection requirement.
Further, the protection coefficient is adjustedβThe system is used for evaluating the protection effect of the system and comparing the interception kinetic energy under the condition of intervention of the protection systemE interKinetic energy of touchdown without protectionE ground：
Compared with the prior art, the method has the following beneficial effects:
1. the invention breaks through the defect that the traditional passive protection technology forms a limited protection space at a specific point, realizes the comprehensive prevention and control of the rockfall impact energy on the three-dimensional space of the slope and the time course of the rockfall path, and establishes a distributed nonlinear spring damping system through the reasonable arrangement of a flexible protection network system on the space and the rockfall track course to form the 'covered effect' and the 'diversion trench effect';
2. the invention realizes the distributed energy dissipation along the three-dimensional space of the slope and the effective control of the falling rock track. By adopting a chain type protection strategy of 'arresting-pressing-guiding-stopping', the 4D protection of the rockfall in three-dimensional space and time history is realized, and the method is particularly suitable for preventing and controlling the ultra-large rockfall collapse disaster of a high and steep slope with the grade of ten thousand cokes.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic diagram of the composition and the effect of a 4D flexible protection system of the flexible protection 4D energy control design method for rockfall disasters on a high and steep slope;
FIG. 2 shows a rock fall trajectory guided by a channeling effect and lateral rock fall deviation restrained by the flexible protection 4D energy control design method for the high and steep slope rock fall disasters;
FIG. 3 is a rockfall energy evolution diagram of the flexible protection 4D energy control design method for rockfall disasters on the steep slope;
FIG. 4 is a structural calculation model of a 4D flexible protection system of the flexible protection 4D energy control design method for high and steep slope rockfall disasters according to the application;
FIG. 5 is a numerical calculation rock fall trajectory of the flexible protection 4D energy control design method for high and steep slope rock fall disasters according to the present application;
FIG. 6 shows the energy time-course evolution of rockfall according to the flexible protection 4D energy control design method for rockfall disasters on a steep slope;
FIG. 7 is a comparison diagram of rockfall trajectories with or without protective screens of the flexible protection 4D energy control design method for rockfall disasters on a high and steep slope according to the present application;
fig. 8 is a graph comparing kinetic energy time history changes of falling rocks with or without a protective screen according to the flexible protection 4D energy control design method for high and steep slope falling rocks disasters.
In the drawings, the same reference numbers are used to denote the same structures or components, and the names of the structures or components corresponding to the reference numbers are as follows:
1-arresting subsystem 11-steel column 12-support 13-upper pulling anchor rope 14-side pulling anchor rope 15-upper supporting rope 16-secondary supporting rope 2-guiding subsystem 21-guiding rope 3-stopping subsystem 31-lower supporting rope 41-net 42-energy dissipater 43-reinforcing rope 44-falling stone 45-pressure reducing ring 46-icosahedron 47-ring net and double-twisted hexagon net
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
Referring to fig. 1 to 6, the flexible protection 4D energy control design method for rockfall disasters on a high and steep slope includes the following steps:
step (1): dividing the movement process of falling rocks into a blocking section, a guiding section and a stopping section, wherein each section is respectively provided with a blocking subsystem (1), a guiding subsystem (2) and a stopping subsystem (3);
step (2): the energy dissipation proportion is determined, and according to the rockfall kinetic energy evolution process, the total energy dissipation control equation is as follows:
in the formula,E totalthe initial total energy of the falling rocks, namely the energy required to be consumed in the protection process, can be taken as the initial potential energy of the falling rocks, and the zero potential energy surface is the plane where the interception subsystem is located;E d 0energy dissipation is generated by collision and contact between the falling rockfall stage and the slope,E d Ⅰenergy dissipation for the arresting subsystem;E d Ⅱenergy dissipation for the guidance subsystem;E d Ⅲenergy dissipation for the stopping subsystem;μ i for each stage of energy dissipation proportionality coefficient, the specific value of the coefficient needs to comprehensively consider factors such as geological survey, track prediction analysis and protection requirements;
and (3): selecting and arranging each subsystem
Selecting a structural composition configuration mode of each subsystem according to the energy dissipation proportional relation of each subsystem in the step (2), wherein the structural composition configuration mode comprises the section type and size of a steel column, the section size and number of steel wire ropes, the number and connection mode of energy dissipaters and the type and specification of meshes;
and (4): establishing a calculation model and carrying out impact loading
Establishing a calculation model of the protection system according to the system configuration selected in the step (3); preferably, the established calculation model is not less than three spans; determining corresponding impact blocks, the mass and the impact speed thereof according to the impact energy corresponding to the designed protection energy level of the protection system;
before loading the model, shape finding is carried out to simulate the initial sag of the model; considering that the initial modeling form of the system is a plane and is not attached to a mountain body, and meanwhile, the system has overhanging deformation under the action of the dead weight, so that the system form under the action of the dead weight, namely form finding, needs to be determined before impact calculation and is used for simulating the initial form formed by the contact of the system and a slope surface attachment body; after the shape finding is finished, the impact loading can be carried out.
And (5): analysis and component checking calculation of dynamic response of protection system
Analyzing the time course change of the internal force, deformation and displacement of each component in the protection system based on the impact loading calculation result in the step (4), and determining the peak value of the time course change; when the peak value of the internal force of the assembly is overlarge, the structural arrangement of the system is adjusted; ensuring maximum deformation of the interception sub-systemD maxNot exceeding the deformation limit value required by the protection limitD](ii) a Checking the strength and stability of the steel column;
and (6): energy dissipation assessment of a system
Counting the energy dissipation situation of each stage on the time history, and calculating the energy dissipation proportionality coefficient of each stageμ i The performance scale factor of each stage of the initial step (2)μ i Performing contrast check to ensureμ ⅠAndμ Ⅲthe error is not more than 20%;
and (7): and (5) carrying out construction design of the 4D protective net system.
Examples
The embodiment of the application combines the high steep side slope of certain actual quarry pit to fall stone calamity protection demand and designs, wherein, the pit plane is squarely, and the length of side is about 400m, and the pit wall is multistage step-shaped steep slope for manual excavation. The slope surface is slightly weathered limestone, and the surface is covered with a thin loess layer and broken gravels. The side wall of the mine pit is a 5-step trapezoidal steep slope with the slope height of about 82m and the slope gradient of about 60 degrees, and falling rocks with the protection target of 2t freely fall from the top of the slope.
The embodiment of the application adopts a 4D comprehensive flexible prevention and control method to treat rockfall disasters, and is shown in figure 1. The 4D flexible protection system consists of three subsystems, namely a blocking subsystem 1, a guiding subsystem 2 and an intercepting subsystem 3. The front section of the kinetic energy of the falling rock cover is blocked by the blocking subsystem 1, and the falling rocks are captured and enter an energy consumption space formed by the system and the slope together. The 'covered effect' is formed by the self weight of the structure of the guide subsystem 2, the normal bounce of the falling rocks is suppressed, the friction resistance effect in the longitudinal slope direction is enhanced, the guide subsystem 2 and the slope concave part form the 'channel effect' together, referring to fig. 2, the falling rocks slide down along the channel, and the path of the falling rocks is limited. The guide subsystem 2 is provided with a guide rope 21 to divide the net surface into strip blocks along the longitudinal slope direction, so that the restriction strengthening effect of the movement of the falling rocks along the transverse slope direction is realized. As shown in fig. 3, the falling rocks enter the stopping subsystem 3 with lower residual kinetic energy under the pressing and restraining of the guiding subsystem 2, and the falling rocks have smaller impact on the system, so that the impact resistance requirement on the system is lower compared with a passive net. And because the system has a guiding function on the falling rocks track, the falling rocks are finally accumulated at a preset position, and the cleaning work is greatly simplified.
The specific design process of the flexible protection 4D energy control design method for the rockfall disasters on the steep slope provided by the embodiment of the invention is as follows:
step (1): determining the energy dissipation proportion, and determining a total energy dissipation control equation according to the rockfall kinetic energy evolution process:
the protection target is 2.2t rockfall, the slope height is 82m, thenE totalIs 1800 kJ. According to geological survey and track prediction analysis, the steel column of the blocking subsystem is determined to be arranged on the second-stage step, the vertical height of the steel column and the slope top is about 15m, according to experience, the proportional coefficient of collision energy consumption of the falling rock free falling section is about 10% -15%, and the energy consumption capacity of the blocking subsystem is about 5% -10%. The system extends downwards to the bottom of a slope, the bottom of the system is sealed by using an anchor, and the stopping kinetic energy needs to be controlled below 300kJ according to the stopping kinetic energy prediction and the system design requirement. Thus, the energy control equation is:
step (2): selecting and arranging each subsystem
The structural arrangement is as shown in FIG. 4, wherein each spanL10m, length of the arresting subsystemH 15m, guide subsystem lengthH 2Is 65 m. According to the corresponding energy control equation of each subsystem, the system is configured as follows:
TABLE 1 preliminary configuration Table of System
Step (3) establishing a finite element calculation model and carrying out impact loading
5-6, according to the system configuration and structure layout selected in step (2), a three-span finite element model is built by using a finite element program LS-DYNA. The stand adopts the space beam unit that has the bending characteristic, and support rope and anchor rope adopt the cable unit, thereby the net piece adopts the membrane unit to carry out the equivalence and improves the computational efficiency. By establishing hinge node model units in different directions at the column base, the rotation of the column around the directions of the strong axis and the weak axis is considered. By establishing a sliding contact boundary model and a coulomb friction boundary model, the characteristics of the support rope, such as sliding along the end part of the upright post, the mesh sliding along the support rope and the like, are realized. Before loading, the shape is found under the self-weight state, and the contact state of the system and the slope body is restored. The impact loading mode is that the twenty-hexahedron impact hammer freely falls from the top of the slope, and the mass of the impact hammer is 2.2 t.
And (4): analyzing system dynamic response and checking components
The time course changes of internal force, deformation and displacement of each component in the structure are analyzed, and the peak value is determined. And the calculation result shows that all the component bearing capacity reserve indexes are met. Maximum distortion of the stopping subsystemD maxIs 3.3m, thereforeD max=3.3m<[D]And (5) m, meeting the checking requirement.
And (5): energy dissipation assessment of a system
According to the statistical result of the damage energy evolution on the falling rock time course, the energy dissipation condition of each stage can be obtained, and the energy dissipation proportionality coefficient of each stage is calculatedμ i Compared with the pre-estimated energy dissipation proportionality coefficient of each node, the blocking section and the stopping section both meet the requirements.
TABLE 2 energy dissipation proportionality coefficient of each stage
And (6): and (5) carrying out construction design of the 4D protective net system.
When the construction design of the 4D flexible protection system is carried out, the connection among the components of the system needs to meet the following construction requirements: the reliability of the connection among all parts of the structure is ensured; the requirement of relative sliding between the upper supporting rope and the steel column is met, and meanwhile, the energy dissipater can be fully started; the load can be fully and effectively transmitted to the anchor pulling rope; the connection between the net sheet and the steel wire rope meets the requirement of the net sheet sliding along the steel wire rope; when the steel wire rope clamp, the aluminum alloy pressing joint and the shackle are adopted, the corresponding standard regulations are met.
For comparing the protection effect, the numerical simulation is carried out on the working condition that the falling rocks freely roll off under the non-protection condition. As figure 7, compare with the working condition of not protecting, the falling rocks bounce height obviously descends, and the impact number of times of falling rocks and domatic promotes by a wide margin to falling rocks lateral deviation also receives the restraint, and the promotion range generally exceeds 50%. Referring to fig. 8, the rockfall interception kinetic energy under the protection condition is 198kJ, the rockfall touchdown kinetic energy without the protection condition is 524kJ, and the protection coefficient is 0.62.
The flexible protection 4D energy control design method for the rockfall disasters on the high and steep slopes breaks through the defect that a limited protection space is formed at a specific point by the traditional passive protection technology, realizes comprehensive prevention and control of rockfall impact energy on a slope three-dimensional space and a rockfall path time course, and establishes a distributed nonlinear spring damping system through reasonable arrangement of a flexible protection network system on the space and the rockfall path time course to form a covered effect and a diversion trench effect; the distributed energy dissipation and the effective control of the falling rock track along the three-dimensional space of the slope are realized. By adopting a chain type protection strategy of 'arresting-pressing-guiding-stopping', the 4D protection of the rockfall in three-dimensional space and time history is realized, and the method is particularly suitable for preventing and controlling the ultra-large rockfall collapse disaster of a high and steep slope with the grade of ten thousand cokes.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present application, and not to limit the same; although the present application has been described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions in the embodiments of the present application.
Claims (10)
1. A flexible protection 4D energy control design method for rockfall disasters of high and steep slopes is characterized by comprising the following steps: the method comprises the following steps:
step (1): dividing the movement process of falling rocks into a blocking section, a guiding section and a stopping section, wherein each section is respectively provided with a blocking subsystem (1), a guiding subsystem (2) and a stopping subsystem (3);
step (2): the energy dissipation proportion is determined, and according to the rockfall kinetic energy evolution process, the total energy dissipation control equation is as follows:
in the formula,E totalthe initial total energy of the falling rocks, namely the energy required to be consumed in the protection process, can be taken as the initial potential energy of the falling rocks, and the zero potential energy surface is the plane where the interception subsystem is located;E d 0energy dissipation is generated by collision and contact between the falling rockfall stage and the slope,E d Ⅰenergy dissipation for the arresting subsystem;E d Ⅱenergy dissipation for the guidance subsystem;E d Ⅲenergy dissipation for the stopping subsystem;μ i for each stage of energy dissipation proportionality coefficient, the specific value of the coefficient needs to comprehensively consider factors such as geological survey, track prediction analysis and protection requirements;
and (3): selecting and arranging each subsystem
Selecting a structural composition configuration mode of each subsystem according to the energy dissipation proportional relation of each subsystem in the step (2), wherein the structural composition configuration mode comprises the section type and size of a steel column, the section size and number of steel wire ropes, the number and connection mode of energy dissipaters and the type and specification of meshes;
and (4): establishing a calculation model and carrying out impact loading
Establishing a calculation model of the protection system according to the system configuration selected in the step (3); before loading the model, shape finding is carried out to simulate the initial sag of the model;
and (5): analysis and component checking calculation of dynamic response of protection system
Analyzing the time course change of the internal force, deformation and displacement of each component in the protection system based on the impact loading calculation result in the step (4), and determining the peak value of the time course change; when the peak value of the internal force of the assembly is overlarge, the structural arrangement of the system is adjusted; ensuring maximum deformation of the interception sub-systemD maxNot exceeding the deformation limit value required by the protection limitD](ii) a Checking the strength and stability of the steel column;
and (6): energy dissipation assessment of a system
Counting the energy dissipation situation of each stage on the time history, and calculating the energy dissipation proportionality coefficient of each stageμ i The performance scale factor of each stage of the initial step (2)μ i Performing contrast check to ensureμ ⅠAndμ Ⅲthe error is not more than 20%;
and (7): and (5) carrying out construction design of the 4D protective net system.
2. The flexible protection 4D energy control design method for high and steep slope rockfall disasters according to claim 1, characterized in that: energy dissipation proportionality coefficient of each stage in the step (1)μ i Comprises the following steps:
according to the statistics of the test results and the design experience,μ 0the value is 0.05-0.15, the value depends on the installation position of the blocking subsystem, and the blocking subsystem is usually installed at the position with the minimum falling rock bounce height;μ Ⅰthe value is 0.05-0.15, and the value depends on the impact energy, the system installation mode and the configuration of the arresting subsystem;μ Ⅱthe value is 0.6-0.8, and the value depends on the length and the angle of the slope and the configuration of the guidance subsystem;μ Ⅲthe value is 0.1-0.2, and the value is determined byThe impact resistance of the stopping subsystem and the energy dissipation capabilities of the arresting subsystem and the guiding subsystem.
3. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to claim 1 or 2, characterized in that: the blocking subsystem (1) is used for realizing kinetic energy front-section blocking of a falling rock front surface and capturing falling rocks into an energy consumption space formed by the system and the slope surface together; the guiding subsystem (2) forms a covered effect through the self-weight of the structure and is used for suppressing the normal bounce of falling rocks and enhancing the longitudinal slope friction resistance effect; the guiding subsystem (2) and the slope concave part form a channel effect together, and the channel effect is used for limiting a falling rock gliding path and enabling the falling rock gliding path to glide along the channel.
4. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to claim 1 or 2, characterized in that: in the step (3), each subsystem should be structurally configured according to a corresponding energy control equation, wherein,b i determining energy consumption reserves of energy consumption devices of corresponding subsystems, thereby providing design basis for the configuration quantity and specification of the energy consumption devices;c i determining slippage energy consumption in the subsystem, and providing basis for determining slippage of the steel wire rope and the net ring and designing slippage nodes;d i determining the types of steel wire ropes, steel columns and meshes in the subsystem;p i the system mass damping indirectly influences, the coefficient is a design basis for specification selection of the net piece and the steel wire rope, and the coefficient is as follows:
the energy dissipation expression of the arresting subsystem (1) on falling rocks is as follows:
wherein, I = I, II, III,b Ifor the energy dissipation coefficient of the energy dissipation device in the arresting stage, according to the existing research, the value can be 0.6;C Idamping for arresting stage protection systemEnergy coefficients including energy dissipation generated by friction slip between system units and friction motion between falling rocks and a system, wherein the value range is 0.2-0.3;d Ifor the plastic deformation energy dissipation coefficient of arresting stage system, mainly contain the plastic damage power consumption of bearing structure, silk screen and rope, the system is when normally working, takes value 0.1~ 0.2.
5. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to claim 1 or 2, characterized in that: the energy dissipation expression of the guidance subsystem (2) on the falling rocks is as follows:
wherein,b IIdescribing the energy consumption of the energy dissipater connected with the transverse stiffening rope for guiding the energy consumption coefficient of the energy dissipater in the stage, wherein the value is 0.1-0.2;c IIfor the damping energy dissipation coefficient of the leading section, the values of the internal friction of the silk screen and the friction action of the silk screen and falling rocks are mainly described to be 0.2-0.3;d IItaking the value of the plastic energy consumption coefficient of the system structure in the guidance stage to be 0.05-0.1;p IIin order to guide the stage large energy consumption coefficient, the friction and impact energy consumption of the falling rocks and the slope surface is mainly reflected, and the value is 0.5-0.6.
6. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to claim 1 or 2, characterized in that: the energy dissipation expression of the interception subsystem (3) on the falling rocks is as follows:
wherein,b IIIdescribing energy consumption of an energy dissipater connected with a lower supporting rope for capturing the energy consumption coefficient of the energy dissipater in the stage, wherein the value is 0.2-0.3;c IIIfor the damping energy dissipation coefficient of the leading section, the internal friction of the silk screen and the friction action of the silk screen and falling rocks are mainly describedUsing the value of 0.1-0.2;d IIIthe plastic energy consumption coefficient of the system structure at the guidance stage is 0.2-0.3;p IIIin order to guide the stage large energy consumption coefficient, the friction and impact energy consumption of the falling rocks and the slope surface is mainly reflected, and the value is 0.2-0.5.
7. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to claim 1 or 2, characterized in that: and (3) providing a prediction model for predicting the interception kinetic energy when the falling rocks enter the interception subsystem (3):
defining the kinetic energy ratio of rock fall to mountain before and after collision to define the collision energy recovery coefficientγComprises the following steps:
in the formulaE kinIs the kinetic energy before the falling rocks collide,E k outis the kinetic energy after collision; neglecting the mass loss after a rockfall collision, the collision energy recovery coefficient for each collision can be expressed as:
in the formulav inIs the speed of the falling rocks before the falling rocks collide,v outis the post-impact velocity; the falling rocks are going throughmEnters the stopping subsystem after secondary collision, and stops at the momentE interComprises the following steps:
assuming that the slope surface is a homogeneous slope surface, the recovery coefficient of the lower collision energy isγ i Is a constant numberγStatistics according to literatureγThe value range is approximately 0.3-0.6, and the specific values are related to the slope angle, the rock type, the slope vegetation coverage and the rockfall punchThe striking angle, etc.; assuming equal fall height per bounce, i.e.E total=mΔE(ii) a Falling rocks occurmStopping kinetic energy before stopping during falling process of secondary collisionE interThe calculation formula can be simplified as:
the collision energy recovery coefficient gamma can be obtained by data or rockfall test, and the collision times can be controlledmThe falling rock stopping kinetic energy can be predictedE inter To determine the energy dissipation proportionality coefficient of each stageμ i Providing a basis.
8. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to one of claims 1 to 7, characterized in that: the arresting subsystem (1) comprises a steel column (11), the bottom end of the steel column (11) is hinged to a support (12), an upper pull anchor rope (13) and a side pull anchor rope (14) are connected with the top end of the steel column (11) through shackles and are anchored on a slope, an upper support rope (15) penetrates through the top end of the steel column (11), a secondary support rope (16) is the lower boundary of the arresting subsystem (1), and the upper support rope (15) and the secondary support rope (16) are both anchored on two sides of the 4D flexible protection system; the net piece (41) is hung on the upper supporting rope (15) and the secondary supporting rope (16);
the energy dissipaters (42) are arranged on the upper pull anchor rope (13), the side pull anchor rope (14), the upper support rope (15) and the lower support rope (31).
9. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to claim 1 or 8, characterized in that: the guide subsystem (2) comprises a guide rope (21) and a mesh (41) which are longitudinally arranged and used for suppressing the bounce of falling rocks and guiding the falling rocks to roll down tracks;
the interception subsystem (3) comprises a lower supporting rope (31) and a mesh (41) and is used for capturing falling rocks with lower interception kinetic energy at a reasonable position;
the type of the net piece (41) comprises an annular net piece, a diamond net piece and an omega-shaped net piece, and the connection form of the net piece (41), the upper supporting rope (15) and the guiding rope (21) comprises that a steel wire rope passes through the net piece in a winding way and is connected by adopting a shackle or a sewing rope;
the transverse stiffening ropes (43) penetrate through the mesh (41), and the setting density of the stiffening ropes (43) is determined according to the protection requirement.
10. The flexible protection 4D energy control design method for high steep slope rockfall disasters according to claim 1 or 2, characterized in that: coefficient of protectionβThe system is used for evaluating the protection effect of the system and comparing the interception kinetic energy under the condition of intervention of the protection systemE interKinetic energy of touchdown without protectionE ground：
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